SW7040713_HISTORICAL FILE_20110519

STORMWATER DIVISION CODING SHEET_
POST -CONSTRUCTION PERMITS
PERMIT NO.
SWY-6VO 713
DOC TYPE
❑ CURRENT PERMIT
❑ APPROVED PLANS
HISTORICAL FILE
DOC DATE
c:2ellD
YYYYMMDD

Thorpe, Roger
From: Kim Hamby [[e-mail]]
Sent: Thursday, May 19, 2011 10:49 AM
To: Thorpe, Roger
Subject: Ricky Edwards - SW7040713
Attachments: 040215 site plan.PDF; 040215 details.PDF
Roger,
Good morning. Hope you're doing well.
I am emailing you as we have been asked to look into expansion of a site permitted by you in 2004. 1 have attached a
copy of the approved plan for your reference so you can review the information before we talk.
We permitted the attached site for Ricky Edwards as a small commercial development. At the time of permitting, there
was no sewer in site for Camden and the need for a septic system limited the on -site development. This was an odd
situation as there was an existing pond on the site that we were allowed to modify for use as a detention pond.
Mr. Edwards has sold this parcel and the adjacent parcel containing the mini -storage site. The site is now served by
county sewer. The new owner would like to maximize usage of the site and we are trying to determine how much
development can occur based on necessary stormwater treatment measures. I would like to discuss with you:
what credit can be applied for the existing coverage for the mini -storage site — it is mostly covered by
gravel and buildings,
• what runoff volume we would have to store for any new development
• what type of improvements would be required to the existing pond
Please take a look at the site plan and call me for discussion at your convenience. I look forward to talking with you.
Thank you,
Kim
Kimberly D. Hamby
Sr. Project Manager
Hyman & Robey, PC
252.337.8918

Y" fiKPROJECT'DESCRIPTION
Site Plan
For Ricky Edwards
Camden County - North Carolina
7u1y;15, 2004;�.
The Site Plan for Ricky Edwards is a proposed retail/office complex located on a
4.02 acre site on Highway 158 in Camden. The site is bounded by Highway 158 on the
east, wetlands on the north, Southern Railroad on the west, and storage units on the south.
The site is zoned Highway Commercial.
The site will have two drainage areas when it is complete. Runoff form all of the
new impervious areas will be collected and routed to a pond. This will be Drainage Area
1. Drainage Area 2 will contain all of the remaining areas of the site, such as the
wetlands and the other vacant areas, where the stormwater will be allowed to continue
sheet flowing into the wetlands or the existing ditches along the railroad and highway.
Drainage Area 1 contains 2 acres. Impervious areas will consist of a new 4800 sf
building (0.11 acres) with sidewalks, a dumpster pad, and parking that will contribute
another 0.54 acres. All runoff from the impervious surfaces will be allowed to sheet flow
across the parking lot to grass -lined swales with 3:1 side slopes. The swales will route
the stormwater to an existing pond that will be modified with an outflow weir and draw -
down device. The existing pond is a man-made pond that was constructed 10-12 years
ago. It is located adjacent to 404 wetlands, but is not considered wetlands. This has been
verified by representatives of the USACOE.
Drainage Area 2 will contain the rear of the site, far right hand side of the site, and
the wetlands on the left of the site. These areas will be allowed to continue sheet flowing
the ditches along the railroad and the highway. These ditches drain into the wetlands that
make up the remainder of the site. The only impervious area that will exist in Drainage
Area 2 is the existing gravel drive that will be utilized as a construction entrance.
The soils on site are Yeopim for the high ground areas and Dorovan in the
wetland areas. Soil borings were not performed for the detention basin since an existing
pond with an established water level is being utilized.
The disturbed area for the site is 2 acres. This includes most of the high ground
area and will cover all of the land required to be disturbed for development including the
septic field area.

Human & Robev. PC
Consulting Engineers and Land Surveyors [phone] Office
[phone] Office
[phone] Fax
July 20, 2004
Mr. Bill Moore
Dept. of Environment and Natural Resources
Water Quality Section
943 Washington Square Mall
Washington, NC 27889
Subject: Stormwater Management Pennit RMEIVEE)
Ricky Edwards' Site
Proj. # 040215 JUL 2 1 1UG;
Dear Mr. Moore: ®WQ-WARO
Enclosed for your review and approval, please find the following items:
1. Two (2) copies of the above referenced plans.
2. The original and one (1) copy of the Stormwater Exemption Application
and Wet Detention Basin Supplement.
3. Two (2) copies of the project description and calculations.
4. Check in the amount of $420.00 for the required fee.
If you have any questions, please do not hesitate to call this office at
[phone].
cc: file
Sincerely,
Scan C. Robey, P.EE
Kimberly D. Ha by
Engineering Assistant
150-A US Highway 158 East, Cain den, NC 27921

TR-55 GRAPHICAL DISCHARGE METHOD VERSION 1.11
Project RICKY EDWARDS' SITE User: KDH Date: 07-2C-04
County CAMDEN State: NC Checked: Date:
Subtitle: DRAINAGE TO 15" CULVERT
Data: Drainage Area .27 * Acres
Runoff Curve Number 86 *
Time of Concentration: 0.06 * Hours
Rainfall. Type II
Pond and Swamp Area NONE
Storm Number I 1 2 1 3! 4 1 5 1 6 1 7
----------------------I-------I------ ------I------I------I------I------1
I Frequency (yrs) I 1! 2! 5 1 10 I 25 I 50 I 100 I
I I I I I I I I I
24 -Hr Rainfall. (in) j 3.5 1 4 ! 5. 5 1 6.3 1 7. 1 1 8.3 1 9. 1 j
I ! I ! I I I I I
I Ia/P Ratio ! 0.09 I 0.08 I 0.06 I 0.05 1 0.05 1 0.04 1 0.04 1
I I E I I I I I 1
I Used 0.10 0.10 I 0.10 I 0.10 1 0.10 0.10 I C.10
I I I I I I I I i
Runoff (in) ) 2.10 ! 2.55 I 3. 94 I 4.70 I 5.46 I 6. 62 1 7. 40 1
I I I I I I I I I
I Unit Peak Discharge 1.794 ! 1.794 I1. 794 I1. 794 1.794 1.794 1.794 !
I (cfs/acre/in) I I I I I I
I I I I I I I I !
I Pond and Swamp Factor) 1.00 I 1.00 I 1.00 I 1.00 1.00 I 1.00 ! 1.00
I 0.0% Ponds Used I I I I
----------------------I------I------I------I------I------I------I------I
I Peak Discharge (cfs) 1 1 1 1 1 2 1 2 1 3 1 3! 4 1
- Value(s) provided from TR-55 system routines

TR-53 CURVE NUMBER COMPUTATION VERSION 1.11
Project RICKY EDWARDS' SITE User: KDH Date: 07-20-04
County CAMDEN State: NC Checked: Date:
Subtitle: DRAINAGE TO 15" CULVERT
Subarea : .27
---------------------------------------------------------------------------------
Hydrologic Soil Group
COVER DESCRIPTION A B C D
Acres (CN)
-------------------------------------------------------------------------------
FULLY DEVELOPED URBAN AREAS (Veg Estab. )
Open space ( Lawns, parks etc. )
Good condition; grass cover > 75% - - .13(74) -
Impervious Areas
Paved parking lots, roofs, driveways - - .14(98) -
Total Area (by Hydrologic Soil Group) 27
---------------------------------------------------------------------------------
SUBAREA: .27 TOTAL DRAINAGE AREA: .27 Acres WEIGHTED CURVE NUMBER:86*
-------------------------------------------------------------------------------
* - Generated for use by GRAPHIC method

TR-55 Tc and Tt THRU SUBAREA COMPUTATION VERSION 1.11
Project RICKY EDWARDS' SITE User: KDH Date: 07 -20 -04
County CAMDEN State: NC Checked: Date:
Subtitle: DRAINAGE TO 15" CULVERT
-------------------------------------------------------------------------------
Flow Type 2 year Length Slope Surface n Area Wp Velocity Time
rain (ft) (ft/ft) code (sq/ft) (ft) (ft/sec) (hr)
-------------------------------------------------------------------------------
Sheet 4 85 .01 A 0.021
Shallow Concent'd 150 .0044 U 0.039
Time of Concentration = 0.06*
--- Sheet Flow Surface Codes ---
A Smooth Surface F Grass, Dense
B Fallow (No Res.) G Grass, Burmuda
C Cultivated < 20 % Res. H Woods, Light
D Cultivated > 20 % Res. I Woods, Dense
F Grass -Range, Short
- Generated for use by GRAPHIC method
--- Shallow Concentrated
--- Surface Codes
P Paved
U Unpaved

Exhibit 12
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6UPEAu OF PU6l.IC POAOS JAN, 1963
To uee sco+e (2) or (31 orol.cr
horrtonfall} to eeale (1),!Mn
us• strafgpt IncfineC line !Mrougn
D anC Q scoln, or rewree as
illustrated.
HEADWATER DEPTH FOR
G. M. PIPE CULVERTS
WITH INLET CONTROL
VI-12

040 a I- S_- S
... l q y r' PE!ak- = 2 cis
-- �- = - 10.5 0 _.
lk-V . R os
D zs
PP
Veloct�-� - 2 cis I•�3 SF - (.63 Fp5
�Jo Proe Q41 ors j& q w red

' PERMANENT POOL DETENTION PONDS
Hyman & Robey, PC
DESIGN OF POND
150-A Hwy 158 East
Camden, NC 27921
Ricky Edwards' site
(252)-335-1888
10 Yr, 24 Hr Storm '
07/20/04
DETENTION POND
Page
SA/DA PERCENTAGES FOR 90% TSS REMOVAL WITHOUT VEGETATIVE FILTER
% I M PR V 3.0 FT 3.5 FT 4.0 FT
4.5 FT
5.0 FT
5.5 FT
6.0 FT
6.5 FT
7.0 FT
10% L3 1.0
0.8
0.7
0.6
0.5
0.4
0.3
0.2
20 % 2.4 2.0
1.8
1.7
1.5
1.4
1.2
1.0
0.9
30 % 3.5 3.0
2.7
2.5
2.2
1.9
1.6
1.3
1.1
40 % 4.5 4.0
3.5
3.1
2.8
2.5
2.1
1.8
1.4
50 % 5.6 5.0
4.3
3.9
3.5
3.1
2.7
2.3
1.9
60 % 7.0 6.0
5.3
4.8
4.3
3.9
3.4
2.9
2.4
70 % 8.1 7.0
6.0
5.5
5.0
4.5
3.9
3.4
2.9
80 % 9.4 8.0
7.0
6.4
5.7
5.2
4.6
4.0
3.4
90 % 10.7 9.0
7.9
7.2
6.5
5.9
5.2
4.6
3.9
100 % 12.0 10.0
8.8
8.1
7.3
6.6
5.8
5.1
4.3
WATERSHED AREA:
2
ACRES
WATERSHED % IMPERVIOUS:
40
%
PERMANENT POOL ELEVATION:
5
FT
DESIGN PERMANENT POOL DEPTH:
5
FT
SA/DA PERCENTAGE FACTOR:
2.8
%
(FROM ABOVE
TABLE -TAKEN
FROM DESIGN
OF STORM WATER
POND SURFACE AREA REQ'D:
FOREBAY AREA:
AT WIDTH = 0.33 LENGTH,
WIDTH = 28,5153 LF
LENGTH = 85,5458 LF
CONTROL. FACILITIES WORKSHOP MANUAL - PENC 1988)
2439 SF
732 SF
(BASED UPON MINIMUM SURFACE AREA)
Use these dimensions: WIDTH 59.25 LF
LENGTH 210 LF
VOLUME OF 1 ' RAINFALL Normal Pool Elevation 5
AREA OF ROOFS: 0.11 AC
AREA OF PARKING/CONCRETE: 0.54 AC
AREA OF GREEN AREAS: 1.35 AC
VOLUME OF RUNOFF 3241.59 CF VOL (CF)=1(ROOF*1.0)+(PARKING*.95)k(GRASS*0.2)1*43,560/12
STORAGE DEPTH FOR MINIMUM AREA = 0.26 FT
ELEVATION OF 1" RAINFALL = 5.26

DRAWDOWN - WATER QUALITY
Q(2 DAYS) = 0.01876 CFS
Q(5 DAYS) = 0.0075 CFS
1" RUNOFF STAGE 0.26 FT
DEPTH OF DRAWDOWN DEVICE BELOW OUTLET 1.5 FT
1" RUNOFF OUTLET DEVICE: 1.17704 INCH DIA HOLE
DIAMETER OF HOLE TO USE: 1.375 INCH DIAMETER
1" STORM RUNOFF DRAWDOWN TIME 2.09366 DAYS
A = [QI(Cd*SQRT(2gh))] * 144
Rad.=SQRT(AIPI)
Dia.=2*Rad.
INFLOW HYDROGRAPH
Return Year Storm 10 Yr
Qp = Peak Discharge = 12 cfs
Tc = Time of Concentration = 8.4 min
Calculation of Tp (Time to Peak)
From SCS NEH 4 , page 15-7 Eqn. 15.4
Lag Time (L) = (1" 0.8*(S+l)"0.7)1(1900*Y"0.5) for Lin Hrs
where: 1 = hydraulic length of watershed (ft)
S = (1000/CN)-10
CN = approximately same CN from TR-55
Y = avg. watershed land slope in %
S = (10001CN)-10 = 2.19512
L= 0.2455 hrs
From SCS NEH 4 , page 16-7 Eqn. 16.7
Tp=D/2+L
where : D = unit of excess duration rainfall (hrs)
L = Lag Time (hrs)
From SCS NEH 4 , page 16-8 Eqn. 16.12
D = 0.133 tc
where: Te = Time of Concentration (hrs) - (See Tr-55 Printout)
THEREFORE: D = 0.01862 hrs
Tp =
0.25481 hrs —
15.2885
min
Volume under Hydrograph
= 1.39 * Qp * Tp w
15300.7
Cubic Feet
515
2.19512
82
0.51

Inflow Hydrograph
SCS Dimensionless Hydrograph
Time
Discharge Time
Discharge
Volume
Ratio
-----------
Ratio hr
---- ----
cfs
----
cf
----
-----------
0.00
---- ----
0.00 0.00
----
0
---- _
0.10
0.03 0.03
0
33
0.20
0.10 0.05
1
110
0.30
0.19 0.08
2
209
0.40
0.31 0.10
4
341
0.50
0.47 0.13
6
517
0.60
0.66 0.15
8
727
0.70
0.82 0.18
10
903
0.80
0.93 0.20
11
1024
0.90
0.99 0.23
12
1090
1.00
1.00 0.25
12
1101
1.10
0.99 0.28
12
1090
1.20
0.93 0.31
11
1024
1.30
0.86 0.33
10
947
1.40
0.78 0.36
9
859
1.50
0.68 0.38
8
749
1.60
0.56 0.41
7
616
1.70
0.46 0.43
6
506
1.80
0.39 0.46
5
429
1.90
0.33 0.48
4
363
2.00
0.28 0.51
3
308
2.20
0.21 0.56
2
456
2.40
0.15 0.61
2
324
2.60
0.11 0.66
1
236
2.80
0.08 0.71
1
170
3.00
0.06 0.76
1
121
3.20
0.04 0.82
0
88
3.40
0.03 0.87
0
64
3.60
0.02 0.92
0
46
3.80
0.02 0.97
0
33
4.00
0.01 1.02
0
24
4.50
0.01 1.15
0
28
5.00
0.00 1.27
0
0
Volume under hydrograph =
14533 cf
Based upon runoff volume
= 15300.7
cf
Depth req'd for minimum area = 1.22971

STAGE STORAGE FUNCTION OF POND
(FOR RECTANGULER DETENTION POND ONLY)
Minimum surface area taken at normal water level
BASIN AREA ]NCR ACCUM
VOLUME VOLUME STAGE in s
S z
sf cf cf ft
Pond Side Slope (M) =
In Z Z est Elevation
12443 0
0
0
Surface area at normal pool
5
13259 6425
6425
0.5
8.77
-0.69
0.56
5.5
14094 6838
13264
1
9.49
0.00
1.04
6
14947 7260
20524
1.5
9.93
0.41
1.52
6.5
15818 7691
28215
2
10.25
0.69
2.01
7
16706 8131
36346
2.5
10.50
0.92
2.50
7.5
17613 8580
44926
3
10.71
1.10
3.00
8
18538 9038
53963
3.5
10.90
1.25
3.52
8.5
19481 9505
63468
4
11.06
1.39
4.06
9
20441 9980
73448
4.5
11.20
1.50
4.60
9.5
21420 10465
83914
5
11.34
1.61
5.17
10
Regression
Output:
Constant
9.34346
Ks = S/Z"b
= 12646.49
Std Err of Y Est
0.00969
R Squared
0,99962
No. of Observations
7
Degrees of Freedom
5
X Coefficient(s) 1.15215 = b
Std Err of Coef. 0.01009
FOR VERTICAL SIDED DETENTION POND SET b=0, AND Ks = SURFACE AREA (SF)
Page 4
STAGE DISCHARGE
(FOR RISERIBARRELL SPILLWAY
W EMERGENCY WEIR)
RISER
Dr -
18
Riser Dia. (in)
Etop =
20.00
Elev. Top Riser (ft) 6.23
Cwr
3.33
Riser weir coeff
Cdr =
0.60
Riser orifice coeff
H 1 n -
5
Number of Holes
Hld -
2
Hole Dia. (in)
EH 1 =
20.00
Elev. Holes (1)
H2n =
5
Number of Holes
H2d =
2
Hole Dia. (in)
EH2 =
20.00
Elev. Holes (2)
H3n =
0
Number of Holes
H3d =
2
Hole Dia. (in)
EH3 =
20.00
Elev. Holes (3)
BARREL:
Db =
15
Barrel Dia. (in)
Einv =
200.00
Elev Invert Barrel (ft) Barrell Adjustment Factor
Cdb -
0.60
Barrel orifice coeff
3

EMERGENCY WEIR
Page 5
Cw
=
3
Weir coeff
Ecr
=
6.00
Elev weir
coeff (ft)
Lw
=
3
Weir Length (ft)
Riser
Riser
Riser
Elevation
Hole
Hole
Hole
Riser
Riser
Barrel
Principal
Emergcy
(1)
(2)
(3)
(weir)
(orifice)
Spillway
Weir
5.00
0.0
0.0
0.0
0.0
0.0
0.0
0.00
0.0
5.00
0.0
0.0
0.0
0.0
0.0
0.0
0.00
0.0
5.01
0.0
0.0
0.0
0.0
0.0
0.0
0.00
0.0
5.02
0.0
0.0
0.0
0.0
0.0
0.0
0.00
0.0
5.04
0.0
0.0
0.0
0.0
0.0
0.0
0.00
0.0
5.08
0.0
0.0
0.0
0.0
0.0
0.0
0.00
0.0
5.13
0.0
0.0
0.0
0.0
0.0
0.0
0.00
0.0
5.20
0.0
0.0
0.0
0.0
0.0
0.0
0.00
0.0
5.27
0.0
0.0
0.0
0.0
0.0
0.0
0.00
0.0
5.36
0.0
0.0
0.0
0.0
0.0
0.0
0.00
0.0
5.44
0.0
0.0
0.0
0.0
0.0
0.0
0.00
0.0
5.53
0.0
0.0
0.0
0.0
0.0
0.0
0.00
0.0
5.61
0.0
0.0
0.0
0.0
0.0
0.0
0.00
0.0
5.68
0.0
0.0
0.0
0.0
0.0
0.0
0.00
0.0
5.75
0.0
0.0
0.0
0.0
0.0
0.0
0.00
0.0
MI
0.0
0.0
0.0
0.0
0.0
0.0
0.00
0.0
5.87
0.0
0.0
0.0
0.0
0.0
0.0
0.00
0.0
5.91
0.0
0.0
0.0
0.0
0.0
0.0
0.00
0.0
5.94
0.0
0.0
0.0
0.0
0.0
0.0
0.00
0.0
5.97
0.0
0.0
0.0
0.0
0.0
0.0
0.00
0.0
6.00
0.0
0.0
0.0
0.0
0.0
0.0
0.00
0.0
6.04
0.0
0.0
0.0
0.0
0.0
0.0
0.00
0.1
6.07
0.0
0.0
0.0
0.0
0.0
0.0
0.00
0.2
6.09
0.0
0.0
0.0
0.0
0.0
0.0
0.00
0.2
6.10
0.0
0.0
0.0
0.0
0.0
0.0
0.00
0.3
6.11
0.0
0.0
0.0
0.0
0.0
0.0
0.00
0.3
6.12
0.0
0.0
0.0
0.0
0.0
0.0
0.00
0.4
6.12
0.0
0.0
0.0
0.0
0.0
0.0
0.00
0.4
6.12
0.0
0.0
0.0
0.0
0.0
0.0
0.00
0.4
6.12
0.0
0.0
0.0
0.0
0.0
0.0
0.00
0.4
6.11
0.0
0.0
0.0
0.0
0.0
0.0
0.00
0.3
6.11
0.0
0.0
0.0
0.0
0.0
0.0
0.00
0.3
6.10
0.0
0.0
0.0
0.0
0.0
0.0
0.00
0.3

Page 6
ROUTING OF INFLOW HYDROGRAPH THROUGH POND AND OUTFLOW DEVICE
Total
Riser
Riser
Miser
Barrel
Emerg
Time
Inflow
Storage
Stage
Outflow
Holes
(weir)
(orifice)
Spillway
t(hr)
cfs
cf
Elevation
cfs
(1+2+3)
cfs
cfs
cfs
cfs
cfs
0.000
0
0
5.00
0.00
0.00
0.00
0.00
0.00
0.00
0.025
0
0
5.00
0.00
0.00
0.00
0.00
0.00
0.00
0.051
1
33.0231
5.01
0.00
0.00
0.00
0.00
0.00
0.00
0.076
2
143.1
5.02
0.00
0.00
0.00
0.00
0.00
0.00
0.102
4
352,247
5.04
0.00
0.00
0.00
0.00
0.00
0.00
0.127
6
693.486
5.08
0.00
0.00
0.00
0.00
0.00
0.00
0.153
8
1210.85
5.13
0.00
0.00
0.00
0.00
0.00
0.00
0.178
10
1937.36
5.20
0.00
0.00
0.00
0.00
0.00
0.00
0.204
11
2839.99
5.27
0.00
0.00
0.00
0.00
0.00
0.00
0.229
12
3863.71
5.36
0.00
0.00
0.00
0.00
0.00
0.00
0.255
12
4953.47
5.44
0.00
0.00
0.00
0.00
0.00
0.00
0.280
12
6054.24
5.53
0.00
0.00
0.00
0.00
0.00
0.00
0.306
11
7144.01
5.61
0.00
0.00
0.00
0.00
0.00
0.00
0.331
10
8167.72
5.68
0.00
0.00
0.00
0.00
0.00
0.00
0.357
9
9114.39
5.75
0.00
0.00
0.00
0.00
0.00
0.00
0.382
8
9972.99
5.81
0.00
0.00
0.00
0.00
0.00
0.00
0.408
7
10721.5
5.87
0.00
0.00
0.00
0.00
0.00
0.00
0.433
6
11337.9
5.91
0.00
0.00
0.00
0.00
0.00
0.00
0.459
5
11844.3
5.94
0.00
0.00
0.00
0.00
0.00
0.00
0.484
4
12273.6
5.97
0.00
0.00
0.00
0.00
0.00
0.00
0.510
3
12636.9
6.00
0.00
0.00
0.00
0.00
0.00
0.00
0.561
2
13253.3
6.04
0.08
0.00
0.00
0.00
0.00
0.08
0.612
2
13695
6.07
0.17
0.00
0.00
0.00
0.00
0.17
0.663
1
13987
6.09
0.25
0.00
0.00
0.00
0.00
0.25
0.713
1
14177
6.10
0.30
0.00
0.00
0.00
0.00
0.30
0.764
1
14290.9
6.11
0.34
0.00
0.00
0.00
0.00
0.34
0.815
0
14350.2
6.12
0.36
0.00
0.00
0.00
0.00
0.36
0.866
0
14373.1
6.12
0.36
0.00
0.00
0.00
0.00
0.36
0.917
0
14370.4
6.12
0.36
0.00
0.00
0.00
0.00
0.36
0.968
0
14350.3
6.12
0.36
0.00
0.00
0.00
0.00
0.36
1.019
0
14318.2
6.11
0.35
0.00
0.00
0.00
0.00
0.35
1.147
0
14220.3
6.11
0.32
0.00
0.00
0.00
0.00
0.32
1.274
0
14103
6.10
0.28
0.00
0.00
0.00
0.00
0.28
6.11748 = maximum stage elevation
0.3624 = maximum discharge

Ricky Edwards' site
Camden County
10 yr STORM
14 -
, - -, ,
-
12
;
INFLOW (cfs)
m
• OUTFLOW (cfs)
s
6
, i.
4
!I
2a
�:
p
.++���+�+�+tee++►�e�oJ+ ., -aY r-�: u a._=r—�-�
0.000
0.200 0.400 0.600 0.800 1.000 1.200 1.400
Time (hrs)